抗滑桩验算.docx

抗滑动桩验算计算项目： 抗滑桩 C-C' 原始条件:墙身尺寸:桩总长: 15.000(m) 嵌入深度: 10.000(m) 截面形状: 圆桩 桩径: 1.500(m) 桩间距: 3.000(m) 嵌入段土层数: 1 桩底支承条件: 铰接 计算方法：M法内摩擦角(度)土摩阻力(kPa) M(MN/m4)20.00 120.00 100.000土层序号 土层厚(m) 重度(kN/m3)被动土压力调整系数1 13.100 21.0001.000初始弹性系数A: 0.000(MN/m3) 初始弹性系数A1: 0.000(MN/m3) 桩前滑动土层厚: 1.000(m)锚杆(索)参数:锚杆道数: 0锚杆号 锚杆类型竖向间距 水平刚度入射角锚固体水平预加筋浆强度( m ) ( MN/m )( 度 )直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级: C30 桩纵筋合力点到外皮距离: 50(mm) 桩纵筋级别: HRB400 桩箍筋级别: HRB400桩箍筋间距: 200(mm)桩配筋形式: 纵筋均匀配筋 挡土墙类型: 一般挡土墙墙后填土内摩擦角: 70.000(度)墙背与墙后填土摩擦角: 17.500(度) 墙后填土容重: 19.000(kN/m3)横坡角以上填土的土摩阻力(kPa): 120.00 横坡角以下填土的土摩阻力(kPa): 120.00坡线与滑坡推力:坡面线段数: 5折线序号 水平投影长(m)1 2.937竖向投影长(m)4.2302 11.766 0.9003 3.951 2.1504 6.682 0.8505 3.550 1.040地面横坡角度: 20.000(度)墙顶标高: 0.000(m)参数值矩形407.376(kN/m)407.376(kN/m)参数名称推力分布类型 桩后剩余下滑力水平分力 桩后剩余抗滑力水平分力钢筋混凝土配筋计算依据：《混凝土结构设计规范GB 50010—2002》注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数 = 1.000第 1 种情况: 滑坡推力作用情况［桩身所受推力计算］假定荷载矩形分布:桩后：上部=244.426(kN/m)下部=244.426(kN/m)桩前：上部=1222.128(kN/m)下部=1222.128(kN/m)桩前分布长度=1.000(m)(一) 桩身内力计算 计算方法: m 法背侧——为挡土侧；面侧——为非挡土侧。

背侧最大弯矩 = 2319.338(kN-m) 距离桩顶 5.000(m)面侧最大弯矩 = 88.107(kN-m) 距离桩顶 12.879(m)大剪 力 = 916.596(kN)距离桩顶 3.750(m)大位移 = 9(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-9.120.00020.31311.935-76.383-8.610.00030.62547.739-152.766-8.090.00040.938107.414-229.149-7.580.00051.250190.958-305.532-7.070.00061.563298.371-381.915-6.560.00071.875429.654-458.298-6.060.00082.188584.807-534.681-5.560.00092.500763.830-611.064-5.070.000102.813966.722-687.447-4.580.000113.1251193.484-763.830-4.120.000123.4381444.116-840.213-3.660.000133.7501718.618-916.596-3.230.000144.0631997.097-802.022-2.820.000154.3752199.990-496.490-2.430.000164.6882307.403-190.958-2.070.000175.0002319.338114.575-1.750.000185.3032284.618129.661-1.46-44.252195.6062240.756169.554-1.20-72.769205.9092181.858224.381-0.97-88.057216.2122104.767285.946-0.76-92.534226.5152008.558347.660-0.58-88.494236.8181894.064404.446-0.43-78.077247.1211763.439452.619-0.30-63.229257.4241619.750489.747-0.19-45.681267.7271466.622514.499-0.10-26.923278.0301307.932526.472-0.03-8.199288.3331147.548526.0290.039.500298.636989.127514.1230.0725.424308.939835.959492.1410.1039.055319.242690.860461.7540.1250.081329.545556.108424.7800.1358.376339.848433.417383.0720.1363.9673410.152323.943338.4220.1367.0063510.455228.313292.4860.1267.7403610.758146.679246.7280.1266.4823711.06178.781202.3880.1063.5843811.36424.020160.4580.0959.4113911.667-18.466121.6840.0854.3244011.970-49.72886.5760.0748.6604112.273-70.93755.4240.0642.7194212.576-83.31928.3310.0536.7544312.879-88.1075.2440.0430.9674413.182-86.497-14.0050.0325.4984513.485-79.619-29.6630.0220.4314613.788-68.520-42.0110.0215.7894714.091-54.158-51.3270.0111.5384814.394-37.413-57.8470.017.5884914.697-19.099-61.7310.003.8035015.0000.000-31.5140.000.000（二） 桩身配筋计算点号 距顶距离 全部纵筋箍筋(m)(mm2)10.000883620.313883630.625883640.938883651.250883661.563883671.875883682.188883692.5008836102.8138836113.1258836123.4388836133.7508836144.0638836154.3759568164.68810056175.00010156185.3039956195.6069760205.9099473216.2129103226.5158836236.8188836247.1218836257.4248836267.7278836278.0308836288.3338836298.6368836308.9398836319.2428836329.5458836339.84888363410.15288363510.45588363610.75888363711.06188363811.36488363911.66788364011.97088364112.27388364212.57688364312.87988364413.18288364513.48588364613.78888364714.09188364814.3948836(mm2)25225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225225250 15.000 8836252第 2 种情况: 库仑土压力(一般情况)［土压力计算］计算高度为5.000(m)处的库仑主动土压力 第1破裂角： 12.120(度)Ea=10.268 Ex=9.793 Ey=3.088(kN) 作用点高度 Zy=1.667(m)(一) 桩身内力计算计算方法: m 法背侧——为挡土侧；面侧—。